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RE: 1/3 stress increase for 5 psf interior wind load

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This really pisses me off. I guess I am not the only one who has had metal
stud guys just lighten the gage of the studs at their leasure. The AISI code
is very tedious, I do not enjoy going through the exercise of proving that
their substitutions work. ARGHHHHHH ! ! ! 

Gerard Madden, P.E.
Civil Engineer, Associate
CRJ Associates, Inc.
email: gerardm(--nospam--at)crjarch.com
tel: 650.324.0691
fax: 650.324.0927
web: www.crjarch.com


> -----Original Message-----
> From:	Dan Vines [SMTP:dan(--nospam--at)willettengineering.com]
> Sent:	Monday, November 29, 1999 2:15 PM
> To:	seaint(--nospam--at)seaint.org
> Subject:	RE: 1/3 stress increase for 5 psf interior wind load
> 
> Thanks for all the replies so far.
>  
> I agree that this load is probably not intended to be from wind, per se.
> However, slamming doors and people leaning against walls would constitute
> short term loads that I could easily rationalize a stress increase.
>  
> In response to Michael Ritter, I wouldn't use it either except I am in a
> jam.  Like I said in my original post, we had indicated stud sizes on our
> structural drawings.  When the light gage sub submitted shop drawings, he
> had increased the gage sizes everywhere which would have resulted in a
> substantial change order.
>  
> I want the structure to be adequate, but I don't feel like eating crow on
> my design right now. (I'm still too full on turkey.)
>  
> Dan